结构力学上机心得结构力学上机实验报告姓名：学号：指导老师：肖方红1.作图示刚架的fn、fs、m图，已知各杆截面均为矩形，柱截面宽0.4m，高0.4m，大跨梁截面宽0.35m，高0.85m，小跨梁截面宽0.35m，高0.6m，各杆e=3.0×104mpa。10分解：统一单位力kn长度m那么弹性模量单位为kpa。输入输出数据如下：表一：1题输入数据**********************************************************************************************sjl1gangjia2011.10.24**********************************************************************************************3e7110.16213e-520.16213e-50.29751791e-520.29751791e-540.2163e-450.2163e-450.16第1页共30页213e-580.16213e-570.16213e-590.16213e-50004.507.77.27.77.24.5117.7114.57.201101101201308108208309109209301600-15714.523.234-1967.244-367.254-1963.864-363.862-262.7表二：1题输出数据inputdatafilename：sjl1.txtoutputfilename：sjl1out.txt**************************************************************************sjl1gangjia2011.10.24*************************************************************************第2页共30页theinputdatathegeneralinformationenmnjnsnlc3.000e+071theinformationofmembersmemberstartendai1.600000e-012.130000e-031.600000e-012.130000e-032.975000e-012.975000e-012.100000e-012.100000e-011.600000e-011.600000e-011.600000e-011.600000e-01thejointcoordinatesjointxy.000000.000000.0000004.500000第3页共30页.0000007.7000007.2000007.7000007.2000004.50000011.0000007.70000011.0000004.5000007.200000.00000011.000000.000000theinformationofsupportsisvs.000000.000000.00000081.00000082.00000083.00000091.00000092.00000093.0000001.791000e-021.791000e-026.300000e-036.300000e-第4页共30页032.130000e-032.130000e-032.130000e-032.130000e-03loadingcase1theloadingsatjointsnlj=1jointfxfyfm.000000.000000-15.000000theloadingsatmembersnlm=7membertypevfdst20.0000004.50000020.0000003.200000-196.0000007.200000-36.0000007.200000-196.0000003.800000-36.0000003.800000-26.0000002.700000theresultsofcalculation第5页共30页thejointdisplacementsjointuvrotation3.076236e-21-7.549352e-20-7.540649e-214.636735e-03-7.077518e-04-4.359988e-045.924037e-03-1.134844e-03-3.169292e-035.813626e-03-2.178472e-031.834783e-034.684030e-03-1.341626e-031.384534e-055.788766e-03-5.408925e-044.571795e-044.685631e-03-3.674969e-04-4.586878e-053.967738e-21-1.431068e-19-8.907750e-213.856026e-21-3.919967e-20-8.741193e-21theterminalforces第6页共30页memberfnfs1start754.93519475.762357end-754.93519414.2376432start640.638123-72.863183end-640.638123136.863184m109.15648529.274120-96.133965-239.4281953start136.863184640.638123239.428195end-136.863184770.561840-707.1535634start-58.625540114.29707166.859844end58.625540144.902922-177.040903第7页共30页5start41.214402484.706696517.753681end-41.214402260.093294-90.9882846start-2.65413830.896570-29.106007end2.654138131.903429-142.0070537start1255.26853695.648782116.676201end-1255.2685368start1431.068027end-1431.0680279start260.093294end-260.09329410start391.996723end第8页共30页-391.996723钢架的fn图：-95.64878239.677380-39.67738041.214402-41.21440238.560264-38.560264189.39988389.07750189.47070955.89779575.98828487.41193186.109258钢架的fs图：钢架的m图：2、计算图示桁架各杆的轴力。已知a=2400mm2，e=2.0×105mpa。5分解：该桁架各节点均为铰结，为了使计算简便，所有节点均作为钢节点，为此在输入数据时，各杆截面二次矩取很小的值，本题取1×10-20本题有30根杆件，17个节点，输入输出数据如下：表三：2题输入数据********************************...
